HomeMy WebLinkAboutMS 05-08; GARFIELD HOMES; DRAINAGE STUDY; 2005-12-28 (3)-
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DRAINAGE STUDY
for
GARFIELD PROJECT
sop os-01,cp os-01111Smr-Olt' __ RE_c_o_RD __ c_o_P-=v=-=·---,
Drawing No. 436-8A
APN: 206-013-19 ~ l:z\1.0\t>]
Prepared for:
City of Carlsbad
1635 Faraday Avenue
Carlsbad,CA 92008
Telephone: (760) 602-4600
Prepared by:
Alta Consultants
4901 Morena Blvd., Suite 409
San Diego, CA 92117
(858) 581-6101, Fax (858) 581-6138
Bartolome J. Pastor, RCE 38606
Project Site Addre1s:
Northwest comer of
Garfield St & Chinquapin Ave.
Carlsbad, CA 92008
Revision Date:
December28,2005
Submitted by:
Mr. Bernard Goldstein
160 Tamrack Ave.
Carlsbad, CA 92008
Engm~14iL
RCE 38606, Expires 03/03/2007
ALTA CONSULTANTS
PLANNING ENGINEERING SURVEYING
"ti Date
RECEJVVn
MAR 15 r:s
ENGINEL
DEPART,·
4901 Morena Blvd., Suite 409, San Diego, CA 92117, Tel. {858) 581-6101, FAX {858) 581-6138
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----Contents ..
Project Description .......................................................................................... Page 1
Methodology ................................................................................................... Page 1 -Analysis & Conclusions .................................................................................. Page 2 -References ....................................................................................................... Page 2 -Hydrology Calculations .................................................................................. Page 3 -Additional Attachments -Exhibit A .......................................... Existing & Post-Construction Hydrology Map
Exhibit B ........................................................... Runoff Coefficient Selection Chart -Exhibit C ............................................. Hydrology & Hydraulic Reference Formula -Exhibit D ................................................................ Intensity-Duration Design Chart -Exhibit E ................................................................... Isopluvial & Soil Group Maps
... Exhibit F ............................................... Post-Construction Hydrology Calculations
Exhibit G ......................................................... StormFilter Cartridge Specifications -
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PROJECT DESCRIPTION:
The project is located at 3981 Garfield Avenue within the City of Carlsbad in San Diego
County, California. The project site is located at the Northwest comer of the intersection
of Garfield Street and Chinquapin A venue. The Garfield Project Grading and
Improvement Plans (Drawing No. 436-8A) propose four residential attached units on an
existing 0.25 acre lot. The project site has been previously developed with an existing
single-family dwelling and utilities. The project proposes to demolish the existing
residence and construct four attached dwelling units. The project also proposes public
improvements to Garfield Street including new asphalt paving, curb, gutter and sidewalk.
All existing drainage is conveyed by sheet flow into Garfield Street or Chinquapin
A venue. No existing runoff is detained on-site or filtered prior to entering the existing
streets. Once construction is complete, all runoff created by this development will be
filtered prior to out-letting into Garfield Street or Chinquapin A venue. No environmental
resource agency permits are required for this project.
PURPOSE OF STUDY:
The purpose of this study is to support the proposed grading and improvements required
to accommodate the proposed residential development located at 3981 Garfield Street in
Carlsbad, California.
METHODOLOGY:
This hydrology study incorporates a manual application of the Rational Method as
described in the San Diego County Hydrology Manual, dated June 2003.
Rainfall Data: Standard intensity-duration design curve data generated from Figure 3-1
of the San Diego County Hydrology Manual (shown in Exhibit F) .
Soil Type Data: The soil type was obtained from the San Diego County Hydrology
Manual Soils Hydrologic Groups Map. A copy of this map is included with this report in
Exhibits F and G. The predominant soil type obtained from the Map was determined to
be soil type "D" .
Type of Development: Low Density Residential (1.0 DU/ A) was used for the existing
condition and Low Density Residential (2.0 DU/A) was used for the developed condition
in generating Runoff Coefficients.
Topographic Data: The Hydrology Maps shown in Exhibit A ( existing & proposed
conditions), define and contain information used as a basis of generating the project
hydrology study .
Runoff Calculations: All runoff calculations and sizing information is shown on the
Hydrology Maps & in the tables in Attachment F. All formula used are included as
Exhibit D of this report.
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ANALYSIS & CONCLUSIONS:
The proposed project will provide minimal changes in grade and flow directions and will
enhance the quality of storm water runoff. With the installation of the catch basins with
Stormfilter Cartridge and the proposed sump pump outlet, only a minimal amount of
runoff will have the potential to leave the site via sheet flow runoff. This is a reduction
from the existing condition (1.39 cfs) of untreated sheet flow leaving the site. The
sections below outline the existing and proposed storm water conditions.
Based on the data, calculations and recommendations contained in this report, a system
can be constructed to adequately convey the proposed Q100 to the appropriate discharge
points. As shown in the tables on page 4 of this report, the proposed project will increase
the composite runoff coefficent from C=0.85 to C= 1.00. Also, the peak flow rate leaving
the site will decrease, from 1.39 cfs under the existing condition (untreated sheet flow) to
0. 74 cfs under the proposed condition.
The existing site and hydrology flow directions are shown on Exhibit A. The preliminary
design of the proposed storm drain system is included in the Hydrology Map, also in
Exhibit A. Summaries of the post-construction hydrology calculations are included in the
tables in Attachment F of this report. The flows were developed using the 85th Percentile
Precipitation map developed by the County of San Diego, as well as the County of San
Diego Hydrology Manual .
REFERENCES:
This report has been prepared in accordance with current County of San Diego
regulations and procedures. The following have been used in preparation of this study:
• City of San Diego Drainage Design Manual, 1984 Edition
• City of San Diego Storm Water Standards Manual, Revised May 2003
• County of San Diego Hydrology Manual, 2003 Edition
• Handbook of Hydraulics (7th Edition), Baxter and King
The calculations are based on the Rational Method .
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PRE-DEVELOPMENT HYDROLOGY CALCULATION SUMMARY
Project: Garfield Street
Location: 3981 Garfield Street, Carlsbad, CA
Storm Frequency: 100 Years
Area A= 0.25 Acres
Precipitation P6= 2.0 Inches
Length of Travel L= 120 Feet
Time of Concentration Tc= 3.57 Minutes
Runoff Coefficient C = 0.85
Intensity I = 6.54 Inches/hour
Pre-development Runoff Q= 1.39 CFS
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Exhibit A
Existing & Post-Construction Hydrology Maps
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ENGINEER OF WORK:
Firm:
Name:
Phone #:
FAX #:
ALT A CONSUL TAN TS
BARTOLOME J. PASTOR
4901 MOF~ENA BL VD. # 409
SAN DIEGO, CA., 92117
(858) 581-6101
(858) 581-6138
BARTOLOME J. PASTOR DA TE:
RCE 38606, EXP. 3/31/2007
ALTA CONSULTANTS
PLANJ\TJNG ENGINEERING SURVEYING
4901 Morena Blvd. Ste. 409 San Diego, CA 92117 (858) 581-6101 Fax (858) 581-6138
.JOB NO. 257 06, DATED SEPTEMBER 16, 2005
'z! 1 PROPOSED TYPE C-1
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TG=60.20, IE=58. 73
SECTION D-D
NOT TO SCALE
BASEMENT
SUMP PUMP
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F.FL. 72.49
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F_FL. 61.38
42" Guardrail
TYPICAL SECTION C-C
NOT TO SCALE
TYPICAL SECTION B-B
NOT TO SCALE
BENCH MARK:
LOCATION: 2.5" DISK IN SOUTHEAST CORNER
OF DRAINAGE BOX INLET MARKED LS 6215.
MONUMENT !S IN THE NORTHEAST CORNER OF
GRAND AVE. AND WASHINGTON ST., 52' WEST
OF RAILROAD TRACKS AND 40' NORTH OF
THE CENTER OF GRAND AVE. STATION
CLSB-130. ELEVATION: 43.09
DA TUM: COUNTY: OF SAN DIEGO, M.S.L.
"AS BU I LT"
I RCE __ _ EXP. ___ _ DATE
REVIEWED BY:
INSPECTOR DATE
'~-+-:--t------------+--t----t------t---1 I SH2EET I CITY OF CARLSBAD I SH~ETS I ,. ' ENGINEERING DEPARTMENT ._, • ;::==:'....:==========::....:::::==;
GRADING PLANS FOR:
GARFIELD PROJECT
3981 GARFIELD STREET
APPROVED
51274 9/30/2007
GLENN THOMAS PRU\M 1----+---+----------------+---t-----t----t------i RCE EXPIRES -~D~A~TE~
DATE INITlAL
ENGINEER OF WORK
DA TE INITIAL
REVISION DESCRIPTION
DA TE INITIAL
OTHER APPROVAL CITY APPROVAL
OWN BY: ALTA
CHKD BY: __ _
RVWD BY:
PROJECT NO
MS 05-08
DRA½1NG NO.
436-SA
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\.__EX. STAIRS TO UPPER FLOOR
EX. 8" 01 A. TREE
EX. HOUSE
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PREPARED BY:
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LEGAL DESCRIPTION: SITE ADDRESS: PREPARED FOR:
EDUARDO POSADA
GARFIELD STREET URBiTEC1URE PLATFORM 1. TI-HS IS NOT A BOUNDARY SURVEY
1-----------------------1 2. THIS IS A TOPOGRAPHIC SURVEY ONLY
ALTA CONSULTANTS 3. DIMENSIONS SHOWN ARE PER RECORD DATA ONLY
4901 MORENA BLVD. SUllE 409
SAN DIEGO, CA. 92117
DESCRIPTION: 2.5" IN SE COR. DRAINAGE
BOX MARKED LS-6215
LOCATION: NE CORNER OF GRAND A VE. &
WASHINGTON ST. NAD 83 N2003725.464,
E6224844.422, STATION CLSB-130
LOT 10 & A PORTION OF LOT 11, BLOCK
I, MAP NO. 1747, IN THE CITY OF
CARLSBAD, COUNTY OF SAN DIEGO,
STATE OF CALIFORNIA.
CARLSBAD, CA. 92008 1761 HOTEL CIRCLE SOUTH, SUITE 350
PLANNING ENGINEERING SURVEYING
4901 Moren.a Blvd. Ste. 4-09 Sen Diego, CA 92117 (858) 581-6101 Fox (856) ~1-6138
,JOB NO. 257-06 DATED ,nJLY 22, 2004
PHONE: (858) 581-6101
FAX: (858) 581-6138
SURVEYED ON: 07 19 2004
-------------------------------------------------------------
1--A-_-p ___ N ____________ SAN DIEGO, CA. 92108-3318
ELEV: 43.09 DA TUM: M.S.L. 203-013-19
Cl-ilNQUAPIN2-1.DWG
Exhibit B
Runoff Coefficient Selection Chart
San Diego County Hydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use I Runoff Coefficient "C"
Soil Type
NRCS Elements Coun Elements %IMPER. A B
Undisturbed Natural Terrain (Natural) Permanent Open Space o• 0.20 0.25
Low Density Residential (LOR) Residential, l.0 DU/ A or less 10 0.27 0.32
Low Density Residential (LOR) Residential, 2.0 DU/ A or less 20 0.34 0.38
Low Density Residential (LOR) Residential, 2.9 DU/ A or less 25 0.38 0.41
Medium Density Residential (MOR) Residential, 4.3 DU/A or less 30 0.41 0.45
Medium Density Residential (MOR) Residential, 7.3 DU/A or less 40 0.48 0.51
Medium Density Residential (MOR) Residentia~ 10.9 DU/A or less 45 0.52 0.54
Medium Density Residential (MOR) Residential, 14.5 DU/A or less 50 0.55 0.58
High Density Residential (HOR) Residential, 24.0 DU/ A or less 65 0.66 0.67
High Density Residential (HOR) Residential, 43.0 DU/A or less 80 0.76 0.77
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87
3
6 of26
C D
0.30 0.35
0.36 0.41
0.42 0.46
0.45 0.49
0.48 0.52
0.54 0.57
0.57 0.60
0.60 0.63
0.69 0.71
0.78 0.79
0.78 0.79
0.81 0.82
0.84 0.85
0.84 0.85
0.87 0.87
•The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area
is located in Cleveland National Forest).
DU/A = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
Exhibit C
Hydrology & Hydraulic Reference Formula
1-IYDROLOGY & HYDRAULIC REFERENCE FOR1\1ULA
TTh1E OF CONCENTRATIO;\:
11 _9L _; .335
Tc=(--)
H
Tc = 1.8(1.1 -C) /I
s1/3
INTENSITY (Ins./hr.):
I = 7.44 P6 D -o.6.:5
Natural \\'atershed -County Dwg.: Appendex X-A
\Yhere: Tc= 1\1inutes + Initial 10 Minutes
L = Miles of\Vatershed Along Natural
Channel
H = Difference in Ele\'ation along
effective slope Line
Urban Area Overland FJO\,\' Fig. 3-5
\\'here: Tc = Minutes •
C = Runoff Coeffic.ient
L = Overland Travel Distance
S = Effective Slope(%)
Intensity-Duraton-Freguency -County Design and
.Procedure Manual (Appendix XI-A)
\\'here: I= Intensity (insJhr.)
P6 = 6 hours Precipitaton in (Ins.)
D = Duration in minutes
M.t\NNING' S FOR PIPE: (Designed Runoff)
Q =
Q = 0.4632 ds.'1s112
n
l ,•/ Q = -"-ds-'3s 1-'2
n
5 ', 0. 0737 (0,.ud -sin 0) •
n
. 2D) G = 2arccos (1--. d
Q =9. 739DrHe 1•5
Basic Fomrnla-: For Capacity Calculation, S
should be
Sf -for Pipe Flowing Full
So -for Pipe Partially Fu11
Handbooks for Hyoraulics by
Baxter & Kings "
)
Pipe on channel flow
Exhibit D
Intensity-Duration Design Chart
10.0
9.0
8.0
7.0
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6.0 , ~" ..._ ', .... ""'"'"'~ ~~ EQUATION
I ... ..._ ,..... ~ •~ I = 7 44 Ps o-0.645 ·i.... ..... • """ "'~ ~ i. • 5.0 1 r,.. ... .._ "' ,. ~ ~ I = Intensity (in/hr)
~i.... , .. ""' • ~ ~ i. P5 = 6-Hour Precipitation (in) 4.0 1 ..._ ... ..._ • "'" ~ D = Duration (min)
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5 6 7 8 9 10 15 20 30 40 50 2 3 4 5 6
Minutes Hours
Duration
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5.5 i
5.0 g
4.5 3'
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4.0 16
3.5 .!!!.
3.0
2.5
2.0
1.5
1.0
Directions for Appllcatlon:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100 yr maps included
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Application Fonn:
I
(a) Selected frequency J..2_ year
(b)Ps= 2,o in.,P24 : --•~ = __ %!2)
24
(c) Adjusted P6<2l = __ in.
(d) tx = __ min .
(e) I ::; __ in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 ~ 1 -t-1.srz-2.5.:_ 3 • 3.5 L ~4.5 ..-5 L 5.s ~ e
Duration I I I I I 1------i-r I I I f I I
5 2.63 3.95t 5.2;;:., 6.59 + 7.90 9.22 10.54 11.86 13.17 14.49 + 15.81
7 2.12 3.18 4.24 , 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 • ~ ~ 1 ' • • t .. , •• 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 .r..!QJ.!
15 1.30 1.95 2.59 3.24 3.89 4.54 5.19..i.5.84 _6.49 7.1~~
20 1.08 11.6~t2-15.,..2.69 ,3.23 3.77 4.31 4.85 5.39 5.93..., 6.48
25 0.93 , 1.40 I 1.87 2.33 . 2.80 3.27 3. 73 , 4.20 j 4.67. 5.13 5.60
30 0.83 '1.24:1 1.66 2.07 ,2.49 .. 2.90 3.32-j' 3.73 4.15µ,.56 4.98
40 0.69 1.03~1.38~1.72 2.07,2.41 2.76 3.1~ 13.45 3.79 4.13
50 o.60 .o.oo 1.11_ 1.49.,..1.79...-2.09 2.391 2.6~2.98 . 3.28l 3.58
1---60~-cco~ to.so 1.os; 1.33 1.59 1.ss 2.121.39 2.65 2.92 ) 3.18
90 o.41
1
0.61 o.~0 1.02-+123.,..1.43 1.63 1.8412.~1 2.25 2.45
120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.7~ t 1.87:m-04
150 o.29+0.44 0Ji9 __ 10.1310.sa 1.03ti1.1s _1.32 1.47J.1_.62 1.z6
180 _Q_J-6 0"--39 O-~i:0.65 Ti0.78)o.91 1.04 1.18 1.31 1._¥ 1.57
240 0.22 o.33(43 ! o.54 ..... o.6ill~:76 o.a1 o.98 . 1.os ...... 1.19 1.30
300 0.19_0.28 0.38 0.4L_0.56_().66 0.7~85 0.94 1.03 ..J.13
3tlO
FIGURE
Intensity-Duration Design Chart -Template I 3-1
Exhibit E
Isopluvial & Soil Group Maps
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Exhibit F
Post-Construction Hydrology Calculations
RUNOFF CALCULATION Page 1 of 4 Pages
Project Name: GARFIELD RESIDENCE
Job No. 257-06
Preliminary Hydrology Soil Classification = "D"
Frequency = 100 Yr. Stonn Date:April 8, 2005
6 Hour Precipation P6= 2.00 ins/hr
INITIAL HYDROLOGY (OVERLAND TIME) Remarks
From Node 1 to node 2
Area A1 A= 0.02 Ac.
Distance Travel L= 45 Ft.
Pad Slope S= 1.00% Extrapolated
Time of Concentration Tc= 8.82 Minutes Table 3-2
Intensity I= 3.65 In/hr.
Runoff Coefficient C= 1.00
Designed Runoff Q= 0.07 CFS Node 2 to Njode 3
HYDROLOGY & HYDRAULIC OF PIPES
From Node 2 to Node 3
Designed Runoff Q= 0.07 CFS
Pipe Length L= 35.00 Ft.
Pipe Diameter d= 0.33 Ft.
Pipe Slooe So= 0.50%
Manning's Coef. .n = 0.013
Depth of Water y= 0.20 Ft.
Velocity V= 1.28 Ft./Sec.
Velocity Head hv= 0.03 Ft.
Travel Time Tt= 0.46 Minutes
Time of Concentration Tc= 9.28 Minutes
HYDROLOGY & HYDRAULIC OF PIPES
From Node 3 to Node 4
Area A2 A= 0.01 Ac.
Designed Runoff Q= 0.13 CFS
Pipe Length L= 45.00 Ft.
Pipe Diameter d= 0.33 Ft.
Pipe Slooe So= 0.50%
Manning's Coef. .n = 0.013
Depth of Water y= 0.33 Ft.
Velocity V= 1.53 Ft./Sec.
Velocity Head hv= 0.04 Ft.
Travel Time Tt= 0.49 Minutes
Time of Concentration Tc= 9.77 Minutes
Intensity I= 3.42 ln./hr.
Runoff Coefficient C= 1.00
Runoff q= 0.03 CFS
Total Design Runoff Q= 0.17 CFS Node 3 to Node to 4
HYDROLOGY & HYDRAULIC OF PIPES
From Node 4 to Node 5
AreaA3 A= 0.01 Ac.
Designed Runoff Q= 0.17 CFS
Pipe Length L= 35.00 Ft.
RUNOFF CALCULATION Page2 of 4 Pages
Project Name: GARFIELD RESIDENCE
Job No. 257--06
Preliminary Hydrology Soil Classification = "D"
Frequency= 100 Yr. Stonn Date:April 8, 2005
6 Hour Precipation P6= 2.00 ins/hr
Pipe Diameter d= 0.50 Ft Remarks
Pipe Slooe So= 0.50%
Manning's Coef. .n = 0.013
Depth of Water v= 0.23 Ft.
Velocity V= 1.94 Ft./Sec.
Velocity Head hv= 0.06 Ft.
Travel Time Tt= 0.30 Minutes
Time of Concentration Tc= 10.07 Minutes
Intensity I= 3.36 ln./hr.
Runoff Coefficient C= 1.00
Runoff a= 0.03 CFS
Total Desian Runoff Q= 0.20 CFS Noide 4 to Node 5
From Node 5 to Node 6
Designed Runoff Q= 0.21 CFS
Pipe Length L= 38.00 Ft.
Pipe Diameter d= 0.50 Ft.
Pioe Slooe So= 0.50%
Manning's Coef. .n = 0.013
Depth of Water y= 0.26 Ft.
Velocity V= 2.05 Ft./Sec.
Velocity Head hv= 0.07 Ft.
Travel Time Tt= 0.31 Minutes
Time of Concentration Tc= 10.37 Minutes
Intensity I= 3.29 ln./hr.
INITIAL HYDROLOGY (OVERLAND TIME)
From Node 7 to Node 6
Area R1 A= 0.1 Ac.
Distance Travel L= 98 Ft.
Pad Slooe S= 0.50%
lntial Travel Distance Lm= 50 Minutes Extraoolalted
Initial Time Travel Ti= 9.55 Minutes Table 3-2
Remainina Distance Travel Lr= 48 Ft.
Time of Concentration tc = 1.57 Minutes Fig. 3-3
Total Time of Concentration Tc= 11 .12 Minutes
Intensity I= 3.15 In/hr.
Runoff Coefficient C= 1.00
Desianed Runoff a= 0.31 CFS Node 7 to Node 6
Total Runodd Q= 0.52 CFS Node 6 to Node 8
HYDROLOGY & HYDRAULIC OF PIPES
From Node 6 to node 8
Designed Runoff Q= 0.51 CFS
Pioe Lenath L= 9.00 Ft.
Pipe Diameter d= 0.67 Ft.
Project Name: GARFIELD RESIDENCE Pagel of 4 Pages
Job No. 257-06
Preliminary Hydrology Soil Classification = "D"
Frequency= 100 Yr. Storm Date:April 8, 2005
6 Hour Precipation P6 = 2.00 ins/hr
Pioe Slope So= 0.50% Remarks
Manning's Coef. .n = 0.013
Depth of Water v= 0.37 Ft.
Velocity V= 2.56 Ft./Sec.
Velocity Head hv= 0.10 Ft.
Travel Time Tt= 0.06 Minutes
Time of Concentration Tc= 1.63 Minutes
Intensity I= 10.86 ln./hr.
INITIAL HYDROLOGY (OVERLAND TIME)
From Node 9 to node 10
Area G1 A= 0.07 Ac.
Distance Travel L= 97 Ft.
Pad Slooe S= 0.50%
lntial Travel Distance lm= 50.00 Minutes Extraoolalted
Initial Time Travel Ti= 10.70 ln./hr. Table 3-2
Remaining Distance Travel Lr= 47.00 Ft.
Time of Concentration tc = 1.55 Minutes Fig. 3-3
Total Time of Concentration Tc= 12.25 Minutes
Intensity I= 2.96 ln./hr.
Runoff Coefficient C= 1.00
Designed Runoff Q= 0.21 CFS Node 9 to Node 1 O
HYDROLOGY & HYDRAULIC OF PIPES
From Node 10 to node 8
Designed Runoff Q= 0.21 CFS Node 1 O to Node 8
Pioe Length l= 9.00 Ft.
Pipe Diameter d= 0.50
Pioe Slooe So= 0.50%
Manning's Coef. .n = 0.013
Depth of Water v= 0.26 Ft.
Velocity V= 2.05 Ft./Sec.
Velocity Head hv= 0.07 Ft.
Travel Time Tt = 0.07 Minutes
Time of Concentration Tc= 12.33 Minutes
Intensity I= 2.94 ln./hr.
HYDROLOGY & HYDRAULIC OF PIPES
Node 8 to Node 11
AreaA5 A= 0.01
Runoff Q= 0.71 Confluence (8) Node 8
Pioe Length L= 40.00 Ft. Node 8 to NoOde 11
Pioe Diameter d= 0.67 Ft.
Pipe Slope So= 0.50%
Manning's Coef. .n = 0.01
Depth of Water v= 0.46 Ft.
Velocity V= 2.74 Ft./Sec.
Velocity Head hv = 0.12 Ft.
Project Name: GARFIELD RESIDENCE Page4 of4 Pages
Job No. 257-06
Preliminary Hydrology Soil Classification = "D"
Frequency= 100 Yr. Stonn Date:April 8, 2005
6 Hour Precipation P6= 2.00 ins/hr
Travel Time Tt= 0.24 Minutes Remarks
Time of Concentration Tc= 12.57 Minutes
Intensity I= 2.91 ln./hr.
Runoff Coefficient C= 1.00
Designed Runoff Q= 0.03 CFS
Tofal Runoff Q= 0.74 CFS Node 11 to Node 12
Exhibit G
StormFilter Cartridge Specifications
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FILTER CHAMBER COVER
GRATE & FRAME
FILTER CHAMBER INLET
OVERFLOW WEIR CREST
SCUM BAFFLE
DEBRIS SUMP ---
CLEANOUT OPENING IN WEIR WITH
HOLE & EXPANSION PLUG
Also available in concrete and plastic.
StormFilter CARTRIDGE
FILTER CHAMBER OUTLET
MANAGEMENT INC .
12021-B NE Airport Way, Portland, OR 97220 (( O ao0.548.4667 O ao0.561.1271 (Z)stormwaterinc.com M-03-006-A
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ouru:r P!PE STUB
INLET PIPE
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STEEL CATCHBASIN StormFilter -PLAN VIEW
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WEIR CREST
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A-A STEEL CATCHBASIN StormFilter -SECTION VIEW B-B
CALL N.1.5.
U.S. PATENT No. 5,322,629, 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING
The Stormwater Management StormFilter® is now available in a steel, concrete or plastic catch basin configuration. The CatchBasin
StormFilter system, an extension of the widely accepted StormFilter Best Management Practice, has been engineered to replace the
standard catch basin. In the CatchBasin StormFilter, polluted runoff enters the system through a traffic-bearing grate. In the inlet
chamber primary settling of the runoff occurs, and the heavier solids drop to a sump on the vault floor. The water is directed under a
baffle into the filter chamber where the StormFilter cartridge is housed. During filtration, finer soli9s and soluble pollutants are
removed. Clean water is discharged from the filter and directed around the overflow bypass weir to the outlet pipe. During heavy
storms, wh en the flow exceeds the design flow, water in the inlet chamber spills over the bypass weir, preventing the re-suspension of
sediments and pollutants trapped in the cartridge chamber.
SYSTEM FEATURES AND BENEFITS
• Proven Storm Filter technology targets site-specific pollutants
• Low cost, heav.y gauge, all steel construction
• Internal bypass minimizes re-suspension of trapped pollutants
• Simple, low cost installation
• Easy maintenance supported by Stormwater Management
• Operation and Maintenance Guidelines available from
Stormwater Management Inc.
• Also available in concrete and plastic
GENERAL SPECIFICATIONS
• Storm Filter capacity -5 -15 gpm/cartridge (up to 4 cartridges)
• Peak hydraulic capacity -1.0 cfs or 3.0 cfs
• Hydraulic drop (Rim to Invert) -2.3' to 3.3'
• Outlet pipe diameter -6" to 12"
• Load bearing capacity-H-20 rated
• Optional corrosion-resistant powder coating
12021-B NE Airport Way, Portland, OR 97220 (( O so0.548.4667 0 B00.561.1271 C')stormwaterinc.com
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PERLITE CSF® LEAF MEDIA ZEOLITE
IRON INFUSED GAC PLEATED FABRIC
MEDIA SELECTION GUIDE
POLLUTANT PERLITE CSF ZEOLITE GAC IRON INFUSED PLEATED FABRIC
Sediments ✓ ✓ ✓
Oil and Grease ✓ ✓
Soluble Metals ✓ ✓ ✓
Organics ✓ ✓
Total Phosphorus ✓ ✓ ✓
Dissolved Phosphorus ✓
Total Nitrogen ✓ ✓ ✓ ✓
Dissolved Ammonium ✓
MANAGEMENT INC.
12021-B NE Airport Way, Portland, OR 97220 (( 0 800.548.4667 O so0.561.1271 C!}stormwaterlnc.com M-03-005-A
The Stormwater Management StormFilter® uses a variety of filter media to target and remove pollutants from stormwater runoff.
It is the only stormwater treatment system to offer such versatility in removing site-specific pollutants. The StormFilter can be
customized for each site by using different filter media to remove sediments, soluble phosphorus, soluble metals, and oil and
grease. In many cases, a combination of media is recommended to maximize the effectiveness of pollutant removal.
PERLITE
Perlite is a naturally-occurring puffed volcanic ash. Its highly porous, multicellular structure, and rough
edges make it very effective for removing fine particles. Perlite can be used as a stand-alone media or in
conjunction with other media. As a stand alone media, perlite most effectively removes suspended solids
(TSS), and oil and grease.
CSF® LEAF MEDIA
CSF leaf media is created from a feed stock of pure deciduous leaves collected by the City of Portland,
Oregon. Stormwater Management processes composted leaves into a granular organic media that is
most effective at removing soluble metals, (TSS), and oil and grease.
ZEOLITE
Zeolite is a naturally occurring mineral that has been used in a variety of water filtration applications.
Zeolite is used to remove soluble metals, ammonium and some organics.
GAC (Granular Activated Carbon)
GAC has been used in the water filtration industry for many years. This media is known for its micro-
porous structure and extensive surface area, which provides high levels of adsorption. Stormwater
Management has taken this developed filtration media and applied it to the stormwater industry
primarily for the removal of oil and grease and organics such as pentachlorophenol (PCP) and TNT.
IRON INFUSED MEDIA
Iron infused media is Stormwater Management's newest addition to media filtration. This open-cell
structured media is infused with small bits of iron to remove dissolved phosphorus. This media also
reduces soluble copper and zinc, making it extremely valuable for sensitive watersheds with nutrient:
loading problems.
PLEATED FABRIC INSERTS
Stormwater Management's pleated fabric inserts are designed primarily for TSS control. The reusable
insert fits inside the standard cartridge; extra space between the insert and the center tube can be
used for the addition of granular media to provide soluble pollutant removal.
Media selection requires an understanding of the pollutants generated from the site and the sensitivity
of the receiving waters. The media selection guide on the other side of this sheet can be used as a basic
guideline when choosing the appropriate media for your site.
12021-B NE Airport Way, Portland, OR 97220 (( 0 800.548.4667 0 800.561.1271 0 stormwaterinc.com